共查询到20条相似文献，搜索用时 0 毫秒
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《Stahlbau》2017,86(6):497-514
Plastic resistance of square and rectangular hollow sections. The plastic resistance of rectangular hollow sections is usually determined by using approximation formulae or simplified models. These approximations lead to a accuracy, which depends on the dimensions h, b, t and the size of the rounded corners. Applying these approximations the plastic resistance is sometimes significantly under‐ or overestimated. The present paper deals with the development of verifications and simplified approximations of high accuracy for the plastic resistance. The new procedures are qualified for the analysis of any combination of the internal forces and moments N, Vy, Vz, Mx, My and Mz. In addition the verifications according to DIN EN 1993‐1‐1 are modified concerning the accuracy and the expansion of the application area. 相似文献
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《Stahlbau》2018,87(4):323-331
Dedicated to Prof. Dr.‐Ing. habil. Joachim Lindner on the occasion of his 80th birthday For built‐up compression members, Eurocode 3 in part EN 1993‐1‐1 [1] includes the shear stiffness to account for the effect of shear deformations directly into the amplification factor when determining second‐order forces. Built‐up members loaded in bending are not treated at all in EN 1993‐1‐1 [1]. This article is based on a study [2] performed at Eindhoven University of Technology and introduces the concept of effective second moment of area to account for the influence of the finite shear stiffness of built‐up members. This article is largely based on [3] but is an updated and improved version. The effective second moment of area is checked by numerical models. The shear stiffness is derived for a simple configuration of a battened built‐up member and for more complex configurations and for laced built‐up columns shear stiffnesses are presented. The design rules for built‐up compression members in EN 1993‐1‐1 [1] are analysed and suggestions for modifications are made to include the concept of the effective second moment of area. It is advantageous that the concept of the effective second moment of area can be used for both built‐up columns and beams. For built‐up beams, the effective second moment of area including the shear stiffness allows the deflections to be calculated with the standard rules for flexural bending. 相似文献
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《Stahlbau》2018,87(4):332-344
Load bearing behaviour of combined steel pile walls under water pressure under the influence of positional imperfections. Increasing global trade leads to a significant expansion and strengthening of seaport facilities and thus to an increasing use of quay walls with combined steel pile walls. Horizontal loads, which mainly come from groundwater pressure, are forwarded by Z‐shaped intermediate piles via special connector profiles to I‐shaped king piles and then directed into the ground. The design of the intermediate piles is regulated in DIN EN 1993‐5. The test‐based method in provides the most accurate and thus most economic results. This paper shows how with this method water pressure resistances were derived for the HZ‐M/AZ‐system [2] in nominal position. However, fabrication influences often lead to deviations from the nominal position, which the intermediate piles have to compensate for. In this paper, the influence of a stretching of a sheet pile wall in the wall direction and thus an increase of the system width is examined. Firstly, the stretch itself is analysed and secondly, the load bearing behaviour of the stretched system is compared to that of the system in the nominal position. 相似文献
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《Stahlbau》2018,87(5):476-490
Stability assessment of steel members with mono‐ and double symmetric I‐cross sections subjected to bending, axial compression and torsion. The simplified assessment method with reduction factors is still used for the design of steel members. The interaction formulae of EN 1993‐1‐1 apply to members with double symmetric I‐ and H‐sections as well as hollow sections. The formulae are not valid for members with scheduled torsion. An extension of the scope of the assessment method to mono‐symmetric cross sections and scheduled torsion is currently being evaluated in the context of the revision and further development of Eurocode 3. This publication reports on numerical simulations of the structural stability behavior of members with mono and double symmetric I‐/H‐sections in bending, axial compression and torsion, as well as the establishment of a simplified assessment method with reduction factors and its backgrounds. Hence, it provides a useful contribution to the current discussion. 相似文献
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